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Specifications 1 3-6'35 SA) Michael K. Brown, S.E. ' ' ,, ► 5346 E. Branchwood Dr. ''i"�- Boise, ID 83716 JuL 2 20 208-850-7542 Mikebrown.se@cgmail.com ror'r tens0,tit visiotv a €; LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 61, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM12-076 AIP Prepared for: StoneBridge Homes, NW, LLC Plan #: 281 OTE: 1432 Date: 07-11-2012 The following calculations are for retaining walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls and garage floor framing)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K.Brown, S.E.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. J Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61, Arlingtion Heights By: MK__ Core Job Number: DM12-076 Date: July, 2012 Code Basis of Design: Latest Adopted Version of O.S.S.C.and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 100 MPH 3 second gust, Exposure B, 4:12 Pitch roof Front to Back and 4:12 Pitch Side to Side. Per ASCE 7 Figure 6-2: Front to Back: Zone A: 22 PSF Zone B: 0 Zone C: 14.6 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 50 feet Therefore, use a = 5 feet Side to Side Zone A: 22 PSF Zone B: 0 Zone C: 14.6 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 36 feet Therefore, use a = 3.6 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: = 16.1 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = O PSF Wall Plate Height = 8 feet Projected Average Roof Height = 4 feet Total Wind Force at Upper Level = 3216 #, or 64 PLF Miiehaem.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61,Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Side to Side: -- Horizontal Dimension = 36 Feet Average force on projected wall = 16.1 PSF Average force on projected roof= 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 2316 #, or 64 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 16.1 PSF Projected Length = 50 Feet Total Wind force at Main Level = 7638 #, or 153 PLF Total Wind force Upper and Main = 10854 # Side to Side: Averag force on projected wall = 16.1 PSF Projected Length = 42 Feet Total Wind force at Main Level = 6416 #, or 153 PLF Total overall side to side wind force = 8731 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 SPS= .83, R = 6.5, W = weight of structure V = [1.2 Sps/(R x 1.4)] W V = .110W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load : 12 psf Seismic Front to Back: Tributary Roof Length = 42 Feet Tributary Floor Length = 36 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61, Arlingtion Heights By: MKS_ Core Job Number: DM12-076 Date: July, 2012 Wroof= 87.78 plf > 64 plf,therefore seismic Gov Wfloor = 86.79 plf < 153 plf,therefore wind Gov. Total Seismic Load = 8728.5 Pounds < 10854 Therefore wind Gov. overall Seismic Side to Side: Tributary Roof Length = 50 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 145.86 plf > 64 plf,Therefore seismic gov Wfloor = 141.24 plf < 153 plf,therefore wind gov. Total Seismic Force = 11210.76 Pounds, > 8731 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 88 * 25 ft = 2195 # Total Shear Wall Length = 20 Feet V=P/L = 110 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 20 Feet Trib Floor Area = 0 Feet Mot = 17556 LB FT Factored Dead Load 94 PLF Mr = 18720 LB FT T = -58 LB No Uplift Line B: P = 88 * 25 ft = 2195 # Total Shear Wall Length = 16 Feet V=P/L = 137 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 8 Feet Trib Floor Area = 0 Feet Mot = 8778 LB FT Factored Dead Load 94 PLF Mr = 2995 LB FT T = 723 LB No Uplift __ Michael kr Browni&Ei 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61,Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Line 1: P = 146 * 16.5 ft = 2407 # Total Shear Wall Length = 28 Feet V=P/L = 86 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 11 Feet Trib Floor Area = 0 Feet Mot = 8509 LB FT Factored Dead Load 245 PLF Mr = 14810 LB FT T= -573 LB No Uplift Line 2: P = 146 * 18ft = 2625 # Total Shear Wall Length = 29 Feet V=P/L = 91 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 18 Shortest Wall Length 4 Feet Trib Floor Area = 0 Mot = 2897 LB FT Factored Dead Load 220 PLF Mr = 1757 LB FT T = 285 LB NO Uplift Line 2.8: P = 146 * 18ft = 2625 # Total Shear Wall Length = 18 Feet V=P/L = 146 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 18 Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Mot = 2917 LB FT Factored Dead Load 220 PLF Mr = 686 LB FT T = 892 LB Perp wall and HDR to resist Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 .77 mikebrown.se@gmail.com Job Name: Lot 61, Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Main Level: Front to Back: Line A: P = 153 * 25 ft + 1608 = 5427 # Total Shear Wall Length = 40 Feet V=P/L = 136 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 16 Feet Trib Floor Area = 2 Feet Mot = 19537 LB FT Factored Dead Load 115 PLF Mr = 14746 LB FT T = 299 LB Perpendicular Wall and Header to Resist Uplift Line B: 5427 # P = 153 * 25 ft + 1608 = Total Shear Wall Length = 36 Feet V=P/L = 151 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 36 Feet Trib Floor Area = 2 Feet Mot = 48843 LB FT Factored Dead Load 115 PLF Mr = 74650 LB FT T = -717 LB No Uplift Side to Side: Line 1: P = 141 * 21 ft + 2407 = 5373 # Total Shear Wall Length = 15 Feet V=P/L = 358 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 5 Feet Trib Floor Area = 10 Feet Mot = 16118 LB FT Factored Dead Load 299 PLF Mr = 3735 LB FT T = 2477 LB Use HD Type 1 or 5 Line 2: P = 141 * 21 ft + 0 = 2966 # Total Shear Wall Length = 22 Feet V=P/L = 135 PLF Use A wall - Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61,Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 8 Feet Trib Floor Area = 9 Feet Mot = 9707 LB FT Factored Dead Load 130 PLF Mr = 4147 LB FT T = 695 LB No Uplift Line 2.8/3: P = 141 * 11 ft + 2625 = 4179 # Total Shear Wall Length = 11 Feet V=P/L = 380 PLF Use C wall Wall Height = 7 Feet Trib Roof Area = 4 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 5319 LB FT Factored Dead Load 86 PLF Mr = 173 LB FT T = 2573 LB Use HD Type 2 Lower Level: Front to Back: Line A.5: P = 153 * 18 ft + 0 = 2749.68 # Total Shear Wall Length = 17 Feet V=P/L = 162 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 0 Feet Shortest Wall Length 17 Feet Trib Floor Area = 2 Feet Mot = 21997 LB FT Factored Dead Load 72 PLF Mr = 10404 LB FT T= 682 LB Perpendicular Wall and Header to Resist Uplift Line B: P = 153 * 18 ft + 3618 = 6367.68 # Total Shear Wall Length = 26 Feet V=P/L = 245 PLF Use B wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 10 Feet Trib Floor Area = 4 Feet Mot = 19593 LB FT Factored Dead Load 122 PLF Mr = 6120 LB FT T = 1347 LB Use HD Type 1 Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61,.Arlingtion Heights By: MKB Core lob Number: DM12-076 Date: July, 2012 Side to Side: Line 1: 6926 # P = 141 * 11 ft + 5373 = Total Shear Wall Length = 17 Feet V=P/L = 407 PLF Use C wall Wall Height = 8 Feet Trib Roof Area = 18 Feet Shortest Wall Length 4 Feet Trib Floor Area = 20 Feet Mot = 13038 LB FT Factored Dead Load 364 PLF Mr = 2909 LB FT T = 2532 LB Use HD Type 2 Line 2: 5932 # P = 141 * 21 ft + 2966 = Total Shear Wall Length = 38 Feet V=P/L = 156 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 0 Feet Shortest Wall Length 8 Feet Trib Floor Area = 18 Feet Mot = 9991 LB FT Factored Dead Load 187 PLF Mr = 5990 LB FT T = 500 LB No Uplift • Michael l(.-BMwn,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61, Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Lateral at Deck: ------ Roof Level: No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 2160 pounds Lateral Load, P = 237.6 Pounds Use Knee Braces: P Each knee brace in tension only and at 45 degrees. Force in each brace = 279 Pounds Balcony Level: Size of Balcony matches roof above. Weight is approximately, if not lighter. Assume same...conservative. Load at Balcony will be twice the load at roof= 558 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 3.455849 Use 4#10 screws See attached for 6x6 post check Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 61,Arlingtion Heights By: MKB Core Job Number: DM12-076 Date: July, 2012 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 18'-0" V=0.11[9psf(10'/2)(18.5')] +481 657.5 Pounds 3 658# N 9'-0" 7'-6" Typical Bay Force at Each Brace = 657.5 pounds horizontal (tension Only): 1 bay Axial force in brace = 1027.0 Pounds 2x6 bracing with (8) # 10 screws X' bracing to be taken to bottom of wood posts,therefore no additional lateral loads on post(axial only). • • 4.4 r- Ran 1 I , ........i 1111•111111, 1 1 1 I . 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DATE: ���> ,,,,,,,,,,...m'''' SCALE: 1/•_1'-I' FILE 1432-281rGP342 ■�+� m1 DRA 1NGS: I IANI Illi 3n at!11111[71 Itl(l l,111(/111 1111)MR l tat` ElIEl 1116 PEEL H1 0 11 4Co lnttl 311 I!ft#lU I1kF1{■14�N ib ee� (l i`in1 I .� 4:1,41n,e ..,_,3311I1t �n t Filtplliil�lllt HlMiA t�//FYi mstRi!111 QV4y.1� FtY litil tF 3 !)In�1111ftt1 EEH111n 1^HI1131 rH11illk loll Anill3Efl i�tfll l{!ll Hiiii I^ EXTERIO i..40-17,l ��i' ELEVATION "."'tti 11 I.rnn -a3 p i ,k11>HI1sE111,11, pot P.., .... iffilWil 1` SHEET No. U .�A, . 111.1111111111111111117171.11111111111111111111.11.1111.1.1....111.111111.111.1111.11.111.111.111111.111.11171711mmil".7.11-- File:C:3Michael K Brown,S.EIDMH12012 Prc:cts\DMI2-0761432-2611Calc5Vu enwic garage loor ec6 Wood Column ENERCALC,INC.1983-2011,Build6,12.3.14,Ver.:812.3.14 Llc.#:KW-06005725 '� � ;. Licensee:CORE ENGINEERING PLLC Description: Deck Column with knee brace Calculations per 2005 NDS,ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn r Used for non-slender calculations> Exact Width 5.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 850 psi Fv 150 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 850 psi Ft 525 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1300 psi Density 27.7 pcf Ct:Temperature Factor 1.0 Fc-Perp 405 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ivDS 75.3.:: Basic 1300 1300 1300 ksi Use Cr:Repetitive? No(non-g78 .„ly) Minimum 470 470 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:58.189 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 10.0 ft,D=1.70,Lr=1.0,L=2.0 k BENDING LOADS.. . Lat.Point Load at 8.0 ft creating Mx-x,E=0.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2866:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E+H Top along Y-Y 0.40 k Bottom along Y-Y 0.10 k Governing NDS Formla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.987 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1061 in at 5.705 ft above base Applied Axial 1.758 k for load combination: E Only Applied Mx 0.5591 k-ft Along X-X 0.0 in at 0.0 ft above base Applied M 0.0 k-ft pp y 1,300.0 psi for load combination:n/a Fc:Allowable Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06171 :1 Bending Compression Tenn Load Combination +D+0.70E+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 9.256 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.04471 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 0.09557 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 0.07014 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E+H 0.2866 PASS 7.987 ft 0.06171 PASS 10.0 ft +D+0.750Lr+0.750L+0.750W+H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.750W+H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0,750Lr+0.750L+0.5250E+H 0.2239 PASS 7.987 ft 0.04628 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 0.2203 PASS 7.987 ft 0.04628 PASS 10.0 ft +0.60D+0.70E+H 0.2854 PASS 7.987 ft 0.06171 PASS 10.0 ft • Woo ( File:C:\Michae1 K Brown,S,EIDMH12012 Proje�\DM12-0761432-281\Calcs\generic garage 8001%008 ENERCALC,INC,1983-2011,Bufd:6.12.3.14,Ver:6.12.3.14 n Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Deck Column with knee brace Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.758 k L Only k k 2.000 k Lr Only k k 1.000 k L+Lr k k 3.000 k E Only k 0.100 0.400 k k D+Lr k k 2.758 k D+L k k 3.758 k D+L+Lr k k 4.758 k D+E k 0.100 0.400 k 1.758 k D+L+E k 0.100 0.400 k 3.758 k D+Lr+E k 0.100 0.400 k 2.758 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.106 in 5.705 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft 0+10.0000 in 0.000 ft 0.000 in 0.000 ft D+L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+L+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+Lr+E 0.0000 in 0.000 ft 0.106 in 5.705 ft Sketches MQSc Loads ) 77, F .... x,� r 9f °?u-� n t h v 9 6x6 1 5.w in Loads are total entered value.Arrows do not reflect absolute direction. SHEAR WALL SCHEDULE (a-m) .MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD CLIPSSHEAR (T NASFER CAPACITY Lbs NUMBER SHEATHING NAIL SIZE_SPACING ,SPACING CONNECTION. Note: (c) CONNECTION. Note (g) A35 @ 18"o/c AC A 1s" OSB (1) SIDE 8d 6" 12" Z' Dia. A.B. @ 42"o/c 16d @ 6" o/c 37 B 6' OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @24" o/c (m) 16d@4" o/c A35@14" o/c 367 A35 @ 11" o/c 470 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 12"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c Dia. A.B. @16" o/c (m) 16d@2" o/c A35@8"o/c 623 D 6' OSB (1) SIDE (e,e 8d 2" 12" z '-" 3"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 474 ) E 6" OSB (2) SIDE (d,e,f) 8d 6" 12" A35 @ 7"o/c 735 F 6' OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c _ G i" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" Z"Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 939 16 H 7" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2'Dia. A.B. @ 8"o/c (m) 16d @ 2" o/c(2)rows staggered HGA1OKT @ 7" o/c 1246 1s Notes: a) C-D, D-C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x 4" plate washers req'd at all shear wall A.B. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. Stagger nails. m) See plan for walls where seismic design shear is greater than 350 plf (ASD). 3x or 2x flat blkg at panel edges, Sta g Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR 1 PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L7/8"DIA.x24"MIN EMBED INTO CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. i5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: . 1. Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. .5. Refer to Simpson catalog for minimum embed of anchors into concrete. DA6IsAN3THE dTuTi22GX07NNAMOviSUPPORTING.OUTSIDE WALLS 1 5 1(0E3RRRO) rIL 1 LT 7 7:_-__ ,......,.....::: '111_--s2:.-)_'--I,, 8 ALL ALL D TE NE RIM JOISTS 6/12 PLYWOOD JOINTS SHALL BE LAPPED 0 2 GARAGE FRAMING. 1,0.1c.,s:TIEN FPBAL As HO t_C ECE E D:1 AIWTIL ENc IGRI HDsWAILSI T HTMA NAT OEJOISTStxr)PERIMETER CE ARvNIC HE DA NThRS I iyA D1 EAA2Hi is H.GAs:IAI0 EB EsNANTHEs NT SHEATHING EXPANSION/EPDXY ,,...: JOISTS...1'2,-..Ill 1_11,1117.-- 1,,1/ !:xliu:sllN7uDIARg'll:i°TN-ARTNli444'°NC1ED2"TPCBAE 7_1,.._ NITIISECWALLOVEIFTET4ELPIllatURFE IRIETTEDCLEAR DF THICKNESS OF 3 1/2"0 ANY DATION WA SHALL BE 2X6 POINT PLATE. MATCH LOCATION OF QUIRED ON ALL WALLS BELOW I r-— 'LYWOOD SHALL BE PLACED W/ITS 1 DIMENSION PERPENDICULAR TO THE 1 JOISTS 1k--2x8 P.T. JOISTS--> i ALL END JOINTS IN THE PLYWOOD 0 12 O.C. SHALL BE OVER FRAMING ii i7ESHALL BECAULKING, Al1F-S1AL71svEmsiciEIFRiiI -AzEsOOR TUT THE aUTOF WATER RUNNING AGAINST THE WOOD FOUNDATION. DRIVEWAY SHALL SLOPE IN SUCH A MANNER THAT IF ALL WOOD IN THIS AREA IN NOT PRESSURE TREATED. A NO WATER IS CHANNELED INTO THE JOINT BETWEEN METHOD SHALL BE EMPLOYED(SUCH AS SPACING)TO # THE GARAGE FLOOR AND THE DRIVEWAY ALLOW ANY MINOR AMOUNTS OF WATER PENETRATING TO THE INSIDE FRONT OF THE GARAGE FOUNDATION WALL, FROM GROUND SEEPAGE.FROM INSTANCE.FROM 131CONTACTING THE WOOD FOUNDATION A N- '"3 1 ( 1 11( N 3 • Michael K.Brown,S.E. 5346E Branchwood Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: Feb., 2012 Garage Floor Dead Loads: 4-1/2" Concrete = 145 *(4.5/12) = 54.375 PSF 3/4" Ply Sheathing = 2.5 (2) 2x12 at 12"o.c. = 9 Misc. = 1.5 Total = 67.375 , Use 70 PSF Live Load = 50 PSF Concentrated Load = 2,000 Pounds over 20" square and 5' apart 3 Load Cases: 1. All Uniform Load: D+L=70+50 A 2. Concentrated Load 5'Apart: 2k 2k 5' D=70 F\ 3. Concentrated Load at Center: 2k D=70 x� A Use (2) 2x12 HF SS at 12" o.c. See Enercalc Outputs File:C:\M chael K Brawn,s.E\DMH' enern Retaining Wallsageneric garage loocec6, AN Biecarn ENERCALC,INC.1983-2011,Build:6.11.623,Vee6.11.6.23 Licensee COREENGINEERING ING PLLC Lic..#:kW-46005725 Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart(12'span) Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Fb-Tension 1400 psi E:Modulus of Elasticity Analysis Method: Allowable Stress Design Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 1400 psi Ebend-xx 1600ksi Fc-Prll 1500 psi Eminbend-xx 580 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :Select structural Fv 150 psiFt 925 psi Density 27.7pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(2) L(2) D(0.07) I 2-2x12 %\ \7\ Span = 12.0 ft Service loads entered.Load Factors will be applied for calculations. Applied Loads Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0 k @ 3.50 ft Point Load: L=2.Ok@8.50ft Design CCK LIES/G.V SUMMARY.. =..... 0.698 . 1 -_-_..... Maximum Bending Stress Ratio = 0.973 1 Maximum Shear Stress Ratio22x2 Section used for this span 2-2x12 Section used for this span fb:Actual , 1566.34 psi fv:Actual = 104.76 psi = _ FB:Allowable = 1,610.00psi Fv:Allowable = 150.00 psi of +p+L+H Load Combination +D+L+H Location of maximum on span = Load Combmation 6.000ft Location of maximum on span = 0.000 ft = Span#where maximum occurs = Span#1 Span#where maximum occurs Span#1 Maximum Deflection Ratio= 421 Max Downward L+Lr+S Deflection 0.342 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.399 in Ratio= 360 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Summary of Moment Values Summary of Shear Values Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D+L+H 1.000 1.150 1.000 1.000 2.36 104.76 150.00 Length=12.0 ft 1 0.973 0.698 1.000 1.000 1.150 1.000 1.000 8.26 1,566.34 1,610.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 1 gg 82.53 150.00 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 1.86 82.53 150.00 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 Wood B@aF1'i File:C:\Michael 1.Brown,<S.E1©MHlGeneriq Retaining WaIIs'generic garage t&mcec6 Li¢.# KW.:D60a5"723 ENFRCALC,140.1983 p11,$uild:6.t 9.623,Ver.611.6.23 Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart(12'span) Licensee ENGINEERING PLLC Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C EN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+''Defl Location in Span D+L 1 0.3994 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 2.420 2.420 D Only 0.420 0.420 L Only 2.000 2.000 D+L 2.420 2.420 r e Woad Beam Rte:cMchaet K BmwnESNERCNic1b2g1.wte6e1e,r$ie2g3a,Veoo11ec253 Licensee:CORE ENGINEERING PLLC #:KW-06005726i Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1,400.0 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 1,400.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,500.0 psi Eminbend-xx 580.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :Select structural Fv 150.0 psiFt 925.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase - - L(2) D(0.07) + + 3 • '7< 2-2x12 Span = 12.0ft Service loads entered.Load Factors will be applied for calculations. Applied'Loatls ', ' ', Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0 k @ 6.0 ftb sin ?K DESIGN SUMMARY 0.402 : 1 Maximum Bending Stress Ratio = 0.858 1 Maximum Shear Stress Ratio = 2.2x12 I Section used for this span 2-2x1 2 Section used for this span fb:Actual = 1,376.71 psi fv:Actual 60.31 psi FB:Allowable = 1,610.00 psi Fv:Allowable = 150.00 psi +D+L+H Load Combination +D+L+H i LoadLCombination mation 6.000ft Location of maximum on span = 0.000ft Spano # h re maximum mn span = Span#1 Span#where maximum occurs = Span#1 #where maximum occurs = • Maximum Deflection Ratio= 654 Max Downward L+Lr+S Deflection 0.220 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.278 in Ratio= 518 Max Upward Total Deflection 0.000 in Ratio= 0<240 i Maximum Forces&Stresses for Load Combinations ; Summary of Moment Values Summary of Shear Values Load Combination Max Stress Ratios Segment Length Span# M V C d C FN C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D+L+H 1.000 1.150 1.000 1.000 1.36 60.31 150.00 Length=12.0 ft 1 0.855 0.402 1.000 1.000 1.150 1.000 1.000 7.26 1,376.71 1,610.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 1.11 49.20 150.00 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.7505+0.750W+H 1.000 1.150 1.000 1.000 1.11 49.20 150.00 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Wood Qi@aCll File:C:{Miehael K Brown,S.EIDMH\Genert Relaining Wallelgeneric garage tfoocec6 Lt.* KWt)&06572�a ENERCRI,C,INC.1983-2011,Build:6.19.6,23,Vee6.11.6.23 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C EN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.2779 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.420 1.420 D Only 0.420 0.420 L Only 1.000 1.000 D+L 1.420 1.420 _ . _ File:C lichael K.Brawn,S.E DM I4\Generie Releini wally eneric garage t r ec6' WOOCI Beam ENERCALC,INC.1983-2011,Build6.11.623,Ver$.11.6.23 Licensee,;CORE ENGINEERING PLLC Lk.#:KW-06005725 Description: Garage Floor Joist with Uniform Live Load 12'span Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi 180.0 psi Wood Grade :No.2 Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.07) L(0.05) 2-2x12 1 Span = 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070, L=0.050 ksf, Tributary Width=1.0 ft Design OK DfJ GN SUMMARY - 0.151 : 1 Maximum Bending Stress Ratio = 0.39a 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 409.60psi si fv:Actual = 27.20 psi 180.00= FB:Allowable = 1,035.00psi Fv:Allowable psi Load Combination +D+L+H Load Combination +D+L+H = 0.000ft Location of maximum on span = 6.000ft Location of maximum on span = San#1 Span#where maximum occurs = Span#1 Span#where maximum occursp Maximum Deflection Ratio= 3487 Max Downward L+Lr+S Deflection 0.041 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 1453 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combination$, Summary of Moment Values Summary of Shear Values Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.231 0.088 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,035.00 0.36 15.87 180.00 +D+L+H 1.000 1.150 1.000 1.000 0.61 27.20 180.00 Length=12.0 ft 1 0.396 0.151 1.000 1.000 1.150 1.000 1.000 2.16 409.60 1,035.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 0.55 24.37 180.00 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 0.55 24.37 180.00 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 r WoodBeam File:C:1MichaelKBrown SEtDMHtGerercReleinin Werlcgarail c2 ENERCALC,INC.1983 2011,Buildallsgen:6,116.23,Veger:6_f1.6 2c63 Lic.#:KW406005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load 12'span Overall Maximum Deflections-Unfactoreci Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0991 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.720 0.720 D Only 0.420 0.420 L Only 0.300 0.300 D+L 0.720 0.720 r Core Engineering Title : Generic Retaining Wall 5'tall no s Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width _ 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist0.00 ft has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem ` by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [Stem Construction 0 Top Stem Stem OK Wall Stability RatiosDesign Height Above Ftg ft= 0.00 Overturning = 3.16 OK Wall Material Above"Ht" = Concrete 1.59 OK Thickness = 6.00 Sliding = Rebar Size = # 4 Total Bearing Load = 1,703 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.45 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 503 psf OK fb/FB+fa/Fa = 0.579 Soil Pressure @ Heel = 348 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 704 psf Shear Actual psi= 15.7 ACI Factored @ Heel = 488 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 7.8 psi OK Wall Weight = 75.0 Footing Shear @ Heel = 4.6 psi OK Allowable = 58.1 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 691.4 lbs HOOK EMBED INTO FTG in= 6.17 less 100%Passive Force= - 500.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 595.9 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi Fs psi= Solid Grouting = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 ft psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Publications, Licensed to:Core Engineering WAY.RetainPro.com Retain Pro Reservedo =20n3 HBA,ublications,Inc. Boise.ID 83705 All Rights + r Core Engineering a Title : Generic-Retaining Walt 5'tail no s 3501 W.Eer St.,Suite 100 Job* : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Lk Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 704 488 psf Total Footing Width = 4.00 Mu':Upward = 2,060 253 ft-# Footing Thickness = 12.00 in Mu':Downward = 656 522 ft-# KeyWidth = Mu: Design = 1,403 269 ft-# KeDepth = 8.00 in Actual 1-Way Shear = 7.83 4.64 psi Y P 12.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 2.50 ft Toe Reinforcing = #4©18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in P Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: Not req'd,Mu<S*Fr Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 40.0 3.50 140.0 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load©Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 691.4 O.T.M. = 1,484.1 Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 3.16 Key Weight = 100.0 2.83 283.3 Vertical Loads used for Soil Pressure= 1,702.5 lbs Vert.Component = Total= 1,702.5 lbs R.M.= 4,682.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software t 2009 HSA Publications,Inc. Licensed to:Core Engineering ia 83705 vwcr�•RetainPrc,com At Rights Reserved Boise.I r t • . r r Title : 6'wall no Seismic Page: Core Engineering Job# : Dsgnr: MKB Date: JUL 2,2010 3501 W.Elder St.,Suite 100 Description.... Boise,ID 83705 This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Code:IBC 2006 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Licensed to:Core Engineering [Criteria 1 [Soil Data 6.00 ft Allow Soil Bearing = 1,500.0 psf Retained Height = Equivalent Fluid Pressure Method ` Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingljSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Thumbnail LSurcharge Loads 0 [Lateral Load Applied to Stem 0 LAdjacent Footing Load FootingLoad = 0.0 lbs Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent - ..Hei ht to Top FootingWidth 0.00 ft Used To Resist Sliding&Overturning 9 = 0.00 ft = 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist 0.00 ft has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem 11by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in StemConstruction Top Stem Design Summary L Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.49 OK Wall Material Above"Ht" = Concrete 1.95 OK Thickness = 6.00 Sliding = Rebar Size = # 4 Total Bearing Load = 1,725 lbs Rebar Spacing = 14.00 ...resultant ecc. = 3.59 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 524 psf OK fb/FB+fa/Fa = 0.763 Soil Pressure @ Heel = 229 psf OK Total Force @ Section lbs 1,130.2 Allowable = 1,500 psf Moment....Actual ft4= 2,382.5 Soil Pressure Less Than Allowable Moment Allowable = 3,122.5 ACI Factored @ Toe = 734 psf Shear Actual psi= 22.2 ACI Factored @Heel = 320 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 11.1 psi OK Wall Weight = 75.0 Footing Shear @ Heel = 3.8 psi OK Wall Depth 'd' in= 75.0 Allowable = 58.1 psi ReLAP SPLICE IF ABOVE in= 14.28 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 931.6 lbs HOOK EMBED INTO FTG in= 8.17 less 100%Passive Force= - 1,125.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 690.0 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data for 1.5: 1 Stability = 0.0 lbs OK fm psi=Fs psi= Solid Grouting = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Licensed to:Core Engineering wwwRetainPro,cons Retain Pro Served©2009 HBA PuE�Eicatians:Inc. Soise,ID 83 05 All Riahts Reserved 4 Core Engineering Title : $'wall-no Seismic 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:IMichael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I _ Footing Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 734 320 psf Total Footing Width = 4.58 Mu':Upward = 4,017 42 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,348 150 ft-# KeyWidth = Mu: Design = 2,669 108 ft-4#8.00 in Actual 1-WayShear = 11.10 3.75 psi Key Depth = 24.00 in Key Distance from Toe = 3.58 ft Allow 1-Way Shear = 58.09 58.09 psi Toe Reinforcing = #4©18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 37.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 ©Btm.= 3.00 in P Toe: #4©13.25 in,#5@ 20.50 in,#6©29.00 in,#7©39.25 in,#8©48.25 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: #4©22.25 in,#5©34.50 in,#6©48.25 in,#7©48.25 in, Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 330.0 4.33 1,429.9 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 20.0 4.33 86.7 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load©Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 487.5 3.83 1,868.6 Earth©Stem Transitions= Total = 931.6 O.T.M. = 2,307.7 Footing Weight = 687.5 2.29 1,575.3 Resisting/Overturning Ratio = 2.49 Key Weight = 200.0 3.92 783.3 Vertical Loads used for Soil Pressure= 1,725.0 lbs Vert.Component = Total= 1,725.0 lbs R.M.= 5,743.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications.inc. Licensed to:Core Engineering All Rights Reserved Boise.ID 83705 �tw i.Refain ro.co n ' rw Title : 7'wall no Seismic Page: Core Engineering Job# : Dsgnr: MKB Date: JUL 2,2010 3501 W.Elder St.,Suite 100 Description.... Boise,ID 83705 This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering LCriteria Soil Data 1 Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore ' for passive pressure = 0.00 in Thumbnail Surcharge Loads 0 L Lateral Load Applied to Stem 0 LAdjacent Footing Load Lateral Load Adjacent Footing Load = 0.0 lbs Surcharge Over Heel = 40.0 psf = 0.0#/ft Width ft Used To Resist Sliding&Overturning ,..Height to Top = 0.00 ft Footing = 0.00= 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottom = 0.00 ft Eccentricity in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft L Axial Load Applied to Stem ` hasa bfactoeen inrofcreased 1.00 Footing Type Line Load by Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Construction Top Stem Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.05 OK Wall Material Above"Ht" = Concrete Sliding = 2.16 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,676 lbs Rebar Spacing = 12.00 ...resultant ecc. = 0.83 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 540 psf OK fb/FB+fa/Fa = 0.684 Soil Pressure©Heel = 462 psf OK Total Force @ Section lbs= 1,514.5 Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable Moment Allowable = 5,412.6 ACI Factored©Toe = 756 psf Shear Actual psi= 20.2 ACI Factored©Heel = 647 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 15.0 psi OK Wall = 100.0 Footing Shear @ Heel = 6.1 psi OK WeightDepth 'd' in= 6.250. Allowable = 58.1 psi ReLAP SPLICE IF ABOVE in= 12.80 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,206.8 lbs HOOK EMBED INTO FTG in= 7.32 less 100%Passive Force= - 1,531.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,070.5 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm Psi=Fs psi= Solid Grouting = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Licensed to:Core Engineering www.RetainPro.com Retain Pro Software©2008 HBAPuEsEieations:Inc. BoEse,ID 83705 All Rights Reserved . Y Core Engineering _ Title : 7'wall no Seismic 3501 W.Eider St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.EISkyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Footing Design Results l Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 756 647 psf Total Footing Width = 5.34 Mu':Upward = 4,923 329 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,414 681 ft-# Key Width = 10.00 in Mu: Design = 3,509 351 ft-# Key Depth = 30.00 in Actual 1-Way Shear = 14.98 6.11 psi Key Distance from Toe = 3.67 ft Allow 1-Way Shear = 58.09 58.09 psi Toe Reinforcing = #4 @ 18.00 in ft = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4©22.25 in Min.As% = 0.0018 Other Acceptable Cover©Top 2.00 ©Btm= 3.00 in p ble Sizes&Spacings Toe: #4©13.25 in,#5©20.50 in,#6@ 29.00 in,#7©39.25 in,#8©48.25 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: #4© 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 in, Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 772.6 4.84 3,737.9 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 40.1 4.84 194.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load©Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 750.0 4.00 3,002.5 Earth©Stem Transitions= Total = 1,206.8 O.T.M. = 3,388.9 Footing Weight = 801.0 2.67 2,138.7 Resisting/Overturning Ratio = 3.05 Key Weight = 312.5 4.09 1,277.1 Vertical Loads used for Soil Pressure= 2,676.2 lbs Vert.Component = Total= 2,676.2 lbs R.M.= 10,350.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software ti 2009 HBA Publications:Inc. Licensed to:Core Engineering All Rights Reserved Boise,ID 83705 wwur.RetalnPro,con , Title : 8'wall no Seismic Page: Core Engineering Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 3501 W.Elder St.,Suite 100 Description.... This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Code:IBC 2006 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Licensed to:Core Engineering [Criteria [Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Water height r over heel = 0.0 ft 110.00 pcf Soil Density,Toe == FootingliSoil Friction = 0.400 Soil height to ignored for passive pressure = 0.00 in Thumbnail 1 [Surcharge Loads 0 L Lateral Load Applied to Stem 0 [Adjacent Footing Load Lateral Load Adjacent Footing Load = 0.0 lbs Surcharge Over Heel = 40.0 psf = 0.0#/ft Widthft = 0.00 Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 11 11"ybeen incased 1.00 Footing Type Line Load by a factor ofreBase Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in L Stem Construction Top Stem Design Summary Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.91 OK Wall Material Above"Ht" = Concrete Sliding = 1.85 OK Thickness = 8.00 # 5 Rebar Size =- Total Bearing Load = 3,102 lbs Rebar Spacing = 13.00 ...resultant ecc. = 1.40 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 551 psf OK fb/FB+fa/Fa = 0.721 Soil Pressure @ Heel = 441 psf OK Total Force @ Section lbs= 1,954.9 Allowable = 1,500 psf Moment....Actual ft-#= 5,430.3 Soil Pressure Less Than Allowable Moment Allowable = 7,532.8 ACI Factored©Toe = 772 psf Shear Actual psi= 26.3 ACI Factored @Heel = 617 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 16.5 psi OK Wall = 100.0 Footing Shear©Heel = 7.1 psi OK Wall WeightDepth 'd' in= 6.190. Allowable = 58.1 psi ReLAP SPLICE IF ABOVE in= 16.87 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,541.9 lbs HOOK EMBED INTO FTG in= 9.61 less 100%Passive Force= - 1,605.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,240.7 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data for 1.5:1 Stability = 0.0 lbs OK fm psi=Fs psi= Solid Grouting = Modular Ration' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 ft psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Licensed to:Core Engineering www.RetainPro.com Retain Pro Software Cis,20 38 HBA Publications,Inc. Boise;ID 837 05 All Rights ReservedeE3rVeG Core Engineering - 3501W.Elder St.,Suite 100 - Title 8'wall noSeismtc Page: Job# • Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I L Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 772 617 psf Total Footing Width = 6.25 Mu':Upward = 7,709 315 ft-# Footing Thickness = 13.00 in Mu':Downward = 2,389 767 ft-# Key Width = 10.00 in Mu: Design = 5,320 452 ft-# Key Depth = 30.00 in Actual 1-Way Shear = 16.54 7.12 psi Key Distance from Toe = 4.58 ft Allow 1-Way Shear = 58.09 58.09 psi Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 34.50 in Min.As% = 0.0018 Cover @ Top 2.00 @ Btm.0 3.00 in Other Acceptable Sizes&Spacings Toe: #4@ 11.75 in,#5©18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Heel:Not req'd,Mu<S*Fr Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 in, [Summary of Overturning& Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,443.9 3.03 4,371.7 Soil Over Heel Surcharge over Heel = 115.6 4.54 525.0 Sloped Soil Over Heel = 882.9 5.75 5,078.0 Toe Active Pressure = -17.6 0.36 -6.4 Surcharge Over Heel = 40.1 5.75 230.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 4.92 4,178.9 Earth @ Stem Transitions= Total = 1,541.9 O.T.M. = 4,890.4 Footing Weight = 1,016.1 3.13 3,176.9 Resisting/Overturning Ratio = 2.91 Key Weight = 312.5 5.00 1,562.4 Vertical Loads used for Soil Pressure= 3,101.7 lbs Veil.Component = Total= 3,101.7 lbs R.M.= 14,227.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software(C,i 2008 HSA Publications:Inc. Licensed to:Core Engineering wwvr.RetainPrc,com At Rights Reserved Boise,ID 83705 Title • 9'wall no Seismic Page: Core Engineering Job# : Dsgnr: MKB Date: JUL 2,2010 3501 W.Elder St.,Suite 100 Description.... Boise,ID 83705 This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 COde:IBC 2006 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Licensed to:Core Engineering Criteria l Soil Data 9.00 ft Allow Soil Bearing = 1,500.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure Soil Density,Heel 250.0110.00 psf/ftpcf Water height over heel = 0.0 ft Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail LI Surcharge Loads LLateral Load Applied to Stem LAdjacent Footing Load 0.0#/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Heel = 40.0 psf Lateral Load _ 0.00 ftFooting Width = 0.00 ft Used To Resist Sliding&Overturning Height to Top - Eccentricity = 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Wall to FtCL Dist = 0.00 ft Used for Sliding&Overturning The above lateral load Line Load L Axial Load Applied to Stem has acn increased 1.00 Footing Type - by a factor of Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I l Stem Construction Top Stem Design Summary Stem OK Wall Stability RatiosDesign Height Above Ft!, ft= 0.00 Overturning = 3.19 OK Wall Material Above"Ht" Co trete 0 Sliding = 1.99 OK Thickness = # 5 Rebar Size 4,054 lbs Rebar Spacing = 12.00 Total Bearing Load = ...resultant ecc. = 0.96 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 528 psf OK fb/FB+fa/Fa = 0.699 Soil Pressure @ Heel = 604 psf OK Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,628.7 Soil Pressure Less Than Allowable Moment Allowable = 10,911.3 ACI Factored @Toe = 739 psi Shear Actual psi= 24.9 ACI Factored @ Heel = 846 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 18.6 psi OK Wall Weight = 125.0 Footing Shear @ Heel = 6.2 psi OK Rebar Depth 'd' inn: n= 8.19 Allowable = 58.1 psi LAP SPLICE IF ABOVE n= 16.36 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,917.8 lbs HOOK EMBED INTO FTG in= 9.34 less 100%Passive Force= - 2,406.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,418.9 lbs Hook embedment reduced by stress ratio Added Force Req'd = 00.0.0 lbs lbs OK OK MasonryI'm Data for 1.5:1 Stability = Fs psi Solid Grouting = Modular Ratio'n' _ Load Factors Short Term Factor Building Code IBC 2006 Dead Load 1.200 Equiv.Solid Thick. = Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 pc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Licensed to:Core Engineering www.RetamBro.com Retain Pro Software(S02009 HBA Puolications,Inc. Bolse,ID 8370 All Rights Reserved r r Core Engineering Title - : S'-waU-no Seismic 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: PJUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.EISkyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths L,Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 739 846 psf Total Footing Width = 7.16 Mu':Upward = 10,874 441 ft-# Footing Thickness = 14.00 in Mu':Downward = 3,480 847 ft-# Mu: Design = 7,394 406 ft-# Key Width14.00 in Actual 1-Way Shear = 18.64 6.21 psi Key Depth = 40.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 24.75 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in P Toe: #4@ 10.75 in,#5@ 16.50 in,#6@ 23.50 in,#7@ 31.75 in,#8@ 42.00 in,#9@ 4 Heel:Not req'd,Mu<S*Fr Key: #4@ 10.25 in,#5@ 15.75 in,#6@ 22.25 in,#7@ 30.50 in, L Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,808.8 3.39 6,129.9 Soil Over Heel = 989.7 6.66 6,594.3 Surcharge over Heel = 129.4 5.08 657.8 Sloped Soil Over Heel Toe Active Pressure = -20.4 0.39 -7.9 Surcharge Over Heel = 40.0 6.66 266.4 Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 1,187.5 5.75 6,824.2 Earth @ Stem Transitions= Total = 1,917.8 O.T.M. = 6,779.7 Footing Weight = 1,253.5 3.58 4,489.5 Resisting/Overturning Ratio = 3.19 Key Weight = 583.3 5.91 3,449.4 Vertical Loads used for Soil Pressure= 4,054.0 lbs Vert.Component = Total= 4,054.0 lbs R.M.= 21,623.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc. Licensed to-Core Engineering Ail Rights Reserved Boise.ID 83705 wwvr,RefainPro.com . Title : 10'wall no Seismic Page: Core Engineering Job# : Dsgnr: MKB Date: JUL 2,2010 3501 W.Elder St.,Suite 100 Description.... Boise,ID 83705 This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Code:IBC 2006 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Licensed to:Core Engineering [Criteria I [Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore • for passive pressure = 0.00 in Thumbnail Surcharge Loads ‘ t Lateral Load Applied to Stem 4 [Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist 0.00 ft has been increased 1.00 Footing Type Line Load [Axial Load Applied to Stem ` by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I I Stem Construction 1 Top Stem Stem OK Wall Stability RatiosDesign Height Above Ftc ft= 0.00 Overturning = 4.27 OK Wall Material Above"Ht" = Concrete Sliding = 2.46 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 5,922 lbs Rebar Spacing = 10.00 ...resultant ecc. = 8.23 to Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 359 psf OK fb/FB+fa/Fa = 0.798 Soil Pressure @ Heel = 1,008 psf OK Total Force©Section lbs= 3,003.6 Allowable = 1,500psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable Moment Allowable = 12,971.1 ACI Factored @ Toe = 502 psf Shear Actual psi= 30.6 ACI Factored @Heel = 1,411 psf Shear Allowable psi= 75.0 Footing Shear©Toe = 18.9 psi OK Wall Weight = 125.0 Footing Shear @ Heel = 6.4 psi OK Rebar Depth 'd' in= 8.19 Allowable = 58.1 psi LAP SPLICE IF ABOVE in= 18.67 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,334.6 lbs HOOK EMBED INTO FTG in= 10.69 less 100%Passive Force= - 3,667.5 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,072.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 fm psi=lbs OK Masonry Data for 1.5: 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 ft psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 RLicensed to.Core Engineer€ng wv;�;r.RetainPro.com All Rightsig Pro nc LicenHBAInc , 1 • ( 1 Core Engineering Title :-1II'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193936 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions &StrengthsI Footing Design Results Toe Width = 6.08 ft Toe Heel Heel Width = 2.58 Factored Pressure = 502 1,411 psf Total Footing Width = 8.67 Mu':Upward = 13,226 2,530 ft-# Footing Thickness = 15.00 in Mu':Downward = 4,857 2,857 ft-# Mu: Design = 8,369 327 ft-# Key Width = 19.00 in Actual 1-Way Shear = 18.88 6.38 psi Key Depth = 50.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 19.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5©15.00 in,#6©21.50 in,#7©29.00 in,#8@ 38.25 in,#9©48 Heel:Not req'd,Mu<S*Fr Key: #4@ 7.00 in,#5©11.00 in,#6©15.50 in,#7©21.00 in, Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 1,924.6 7.79 14,995.1 Surcharge over Heel = 143.2 5.63 805.4 Sloped Soil Over Heel = Toe Active Pressure = -23.4 0.42 -9.8 Surcharge Over Heel = 70.0 7.79 545.3 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,312.5 6.50 8,530.8 Earth @ Stem Transitions= Total = 2,334.6 O.T.M. = 9,101.3 Footing Weight = 1,624.9 4.33 7,040.6 Resisting/Overturning Ratio = 4.27 Key Weight = 989.6 7.79 7,710.5 Vertical Loads used for Soil Pressure= 5,921.6 lbs Vert.Component = Total= 5,921.6 lbs R.M.= 38,822.3 *Axial live load NOT included in total displayed,or used for overtuming resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc, Licensed to:Core Engineering mvw.RetawPro,com At Rights Reserved Boise,ID 83705